Figure 2.26 Experimental data for relation between peak strength and peak dilatancy for Erksak and Brasted sands under different loading

In document Soil Liquefaction - Jefferies and Bean (Page 129-132)

conditions (after Jefferies and Shuttle, 2002, with permission Institution of Civil Engineers).

Method (c) is to shear the soil to large displacement in a ring shear device and measure the limiting stress conditions. Negussey et al. (1988) describe a series of

experiments they performed with a ring shear device on Ottawa sand (a quartz sand), two tailings sands, granular copper, lead shot and glass beads. These tests showed how the large strain for each material is invariant with normal stress. The great difficulty with ring shear, however, is that the complete stress conditions are not known and only a friction angle can be determined (i.e. p′ is simply unknown in ring shear). The method also relies on the tacit assumption that is invariant with the proportion of intermediate principal stress. This is known to be incorrect.

The best approach to determining Mtc is to use a mixture of Method (b) and Method (a). The testing to determine the CSL will provide data that should be reduced as per Method (b), as it is in effect free information. Then a few drained triaxial compression tests should be carried out on at least one dense (say ψ<−0.2) and one compact (ψ≈−0.1) sample. These tests allow a plot as per Method (a), albeit with limited data points. The dense sample data can then be reduced to stress-dilatancy form. Iterating between the forms of data presentation will allow reasonably constrained estimates of Mtc (within about ±0.03) within normal budgets of geotechnical projects. For large projects or research programs, it is best to carry out the detailed testing of Method (a).

2.4.4 Stress dilatancy and critical friction ratio

Rowe’s stress dilatancy relationship is given as equation [2.2] where the parameter K is related to the mineral to mineral friction Rowe suggested that the operating sliding contact friction angle in [2.2] was not and was such that (where is the critical state angle). Rowe’s suggestion has not been disputed and appears in current geotechnical textbooks (e.g. Wood 1990). The reason the operating friction is required to change is that the coefficient K in equation [2.2] is used to relate strain rates to shear stress levels and is not just the stress ratio at the peak or critical state. Minimal guidance is provided in the literature on how evolves, and K is generally taken as constant.

The stress-dilatancy behaviour of Erksak sand is presented in η–DP space on Figure 2.27. Dense and loose sand data are shown separately for clarity in Figures 2.27a and b.

Stress-dilatancy, for both loose and dense samples, is approximately linear in the η -DP space between the low stress ratio initial part of the curve and the peak stress ratio. In the case of the dense sand, the stress-dilatancy plots naturally reverse once the stress ratio reaches a peak, giving a “hook” in the curve as it drops to the critical state. The initial non-linear part of the curve at low stress ratio is not considered representative of stress dilatancy and is attributed to the effects of initial fabric and apparent overconsolidation.

The best fit linear trends through the loose sand data (Figure 2.27b) project to the DP=0 axis at a value of η that suggests M≈1.22 for ψ>0. This projection is based on the trends seen in the data in the range 0.1<DP<0.6 so as to avoid the effects of initial elasticity and inaccuracy at large displacements. The projected value is M (rather than Mf), as the DP=0 situation is the critical state for the loose samples. The fit of one straight line to the data suggests that Mf≈M for most of the stress path.

The dense sands, Figure 2.27a, show a different behaviour from loose sands. A best estimate is about Mf≈1.05 based on the pre-peak linear part of the stress-dilatancy plot for

Dilatancy and the state parameter 85

ψ<0, where Mf corresponds to where the straight line crosses the DP=0 axis. This is obviously not the critical state because dilation continues into negative dilatancy space.

This transient condition where DP=0, i.e. where volumetric strain rate changes from contraction to dilation, is called the image condition here. Ishihara (1975) called this the phase transformation while others have called it the pseudo steady state. The term image condition is preferred as it is a projection of the critical stress ratio on the q–p plane, whereas it is neither a phase change nor a steady state nor a pseudo condition.

There are now two possible equations for the general stress dilatancy function expressed in equation [2.5]. The first is suggested by Figure 2.26, assuming the slope of the fitted trend line is given by (being careful about the negative sign of Dmin):


The value of N scales how the friction ratio varies from the critical value for a given dilatancy, so that M is in fact a constant Mtc. The second plausible function is based on Figure 2.27 and expressed as


In [2.13] the stress ratio at the image condition Mi varies, and the scaling factor N in [2.12] is in effect zero. Having N=0 is simpler, but it is necessary to define how Mi

evolves or changes during shearing.

There are only two material state variables to control the evolution of Mi; the state parameter ψ and a tensor describing the arrangement of particle contacts (“fabric”). A combination of state parameter and fabric would also be acceptable. Because ψ is the only state variable that can be reasonably determined with current technology, Figure 2.28 shows how Mi varies with ψ for Erksak sand. For dense sand, the filled squares shown on Figure 2.28 are Mi values obtained from where the stress-dilatancy paths cross the DP=0 axis on Figure 2.27. In the case of the loose sands Mi cannot be obtained by inspection although the data on Figure 2.27 show nearly straight line trends once shear

Figure 2.27 Drained triaxial data for Erksak sand reduced to stress

In document Soil Liquefaction - Jefferies and Bean (Page 129-132)

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